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Construction Program Management and Inspection Guide
Appendix B (Part 3 continued)
8.0 Acceptance of Work
Transportation Agency is responsible for acceptance of all work completed. Acceptance will be based on the results of sampling and testing along with visual inspection. The procedures for acceptance of all Earthwork Items will be as indicated below.
8.1 - Use of Quality Control Information for Acceptance
ABC Contractors' QC sampling, testing, and inspection results will be included in the acceptance determination provided that:
- All QC procedures and activities are completed in accordance with the requirements set forth in this QC Plan.
- Correlation Testing is conducted prior to production and placement of material.
- All QC test results used in the acceptance determination are from random samples.
- All QC information (sampling, testing, inspection) is Validated by Transportation Agency.
- All QC test results for each Quality Characteristic are within the Engineering Limits identified in Section 8.6 below and the Percent Within Limits (PWL) identified in Section 8.7 below.
8.2 - Transportation Agency Acceptance Activities
Transportation Agency will perform Acceptance sampling, testing, and inspection at a minimum frequency of 20% of the QC activities outlined in this QC Plan. All Acceptance sampling and testing will be randomly performed independent of ABC Contractors' QC sampling and testing (i.e. No Split Samples). Transportation Agency will establish random locations for Acceptance sampling and testing in accordance with ASTM D3665. All random sample locations will be documented on NETTCP Standard Test Report Form D3665 or D3665RNG.
All physical Acceptance samples of material will be split prior to testing in accordance with relevant AASHTO and NETTCP procedures. The split sample portion of material not used for testing will be retained in the original sample bag with proper identification. The split sample will be stored in the Sample Storage Room at the Laboratory which performed the test for a minimum of 60 Days following testing.
8.3 - Correlation Testing Prior to Production
Transportation Agency Acceptance personnel and ABC Contractors QC Personnel will perform Correlation Testing on split samples prior to the start of construction. The purpose of the Correlation samples is to correlate the laboratory and field Acceptance testing results with the laboratory and field QC testing results to determine any between laboratory/field testing equipment variability before production begins. The results of Correlation testing will be documented on the relevant Standard Test Report Forms contained in Appendix __ (see Note in "A Model Quality Control Plan").
8.4 - Validation of QC Test Results
Validation is defined as the process of comparing two independently obtained sets of test results (i.e. Transportation Agency's Acceptance test results to ABC Contractors' QC test results) during the progress of the work to determine whether they came from the same Population of material. The Validation will be performed through a statistical comparison of Transportation Agency's Acceptance test results and ABC Contractors' QC test results. The statistical comparison of test results will be made using the test result standard deviations (F-test) and the test result means (t-test) at a significance level of 0.01 and in accordance with the procedures contained in Appendix F of the AASHTO Implementation Manual For Quality Assurance (February 1996).
If the Validation results indicate that ABC Contractors' QC test results and Transportation Agency's Acceptance test results came from the same Population, then the QC test results will be included with the Acceptance test results in the final acceptance determination as outlined in Sections 8.6 and 8.7 below. If the Validation results indicate that ABC Contractors' QC test results and Transportation Agency's Acceptance test results are not from the same Population, then only Transportation Agency's Acceptance test results will be used in the final acceptance determination.
8.5 - Quality Limits
Two types of Quality Limits will be applied to Validated QC and Acceptance testing results for the acceptance determination. These are "Engineering Limits" and "Specification Limits", which are defined as follows:
- Engineering Limits - Absolute limits, established on the basis of Engineering study or judgment, which each individual test result for a given Lot must fall within. Work represented by individual test results which are above or below the Engineering Limits will not be accepted.
- Specification Limits - Limiting values, established on the basis of statistical concepts and analysis, which are used to assess the Percent Within Limits (PWL) for a given Lot. The Mean of all individual test results for a given Lot must fall within the Specification Limits and the PWL must meet or exceed the specified PWL in order for the Lot to be accepted.
8.6 - Application of Engineering Limits in the Acceptance Determination
All work shall be performed to the lines, grades, cross-sections, dimensions, and material requirements set forth in the plans, specifications and this QC Plan. Each Lot of Earthwork material shall be uniform in character and reasonably close to the prescribed Target values and within the Engineering Limits for each of the Quality Characteristics outlined in the tables below. If a QC or Acceptance test result for an individual Sublot falls outside of the Engineering Limits, the material contained in the Sublot represented by the failing test result will be reworked or disposed of in accordance with the procedures outlined in Section 7.6 above.
8.6.1 - Backfill Material for Muck Excavation
| Material Type(s) | Quality Characteristic | Targets and Engineering Limits | |||
|---|---|---|---|---|---|
| Lower Engineering Limit | Target | Upper Engineering Limit | |||
| Rock Excavate | Maximum Rock Size | - | - | 1 meter | |
| Special Borrow (M1.02.0) | Soil Classification (AASHTO M145) | A-3 or Portion of A-2 and A-1 per M1.02.0 | |||
| (AASHTO T311) | 150 mm Sieve | - | Per SC | 100 | |
| 50 mm Sieve | 90 | Per SC | 100 | ||
| 4.75 µm Sieve | 20 | Per SC | 65 | ||
| 75 µm Sieve | 0 | Per SC | 12 | ||
| Plasticity Index (AASHTO T90) | - | - | 6% | ||
| Maximum Percentage of Wear (LA Abrasion) (AASHTO T96) | - | - | 50% | ||
| Maximum Dry Density (Wdm) (AASHTO T180, Method D) | SC - 5 kg/m3 | Per SC | SC + 5 kg/m3 | ||
| Optimum Moisture Content (Wmo) (AASHTO T180, Method D) | SC - 2% | Per SC | SC + 2% | ||
| Maximum Lift Thickness | - | - | 300 mm | ||
| In-Place Density (AASHTO T310, Method B) | 95% Wdm | 100% Wdm | - | ||
| In-Place Moisture Content (AASHTO T310, Method B) | Wmo - 2% | (Wmo) | Wmo + 2% | ||
8.6.2 - Roadway Embankment Material
| Material Type(s) | Quality Characteristic | Targets and Engineering Limits | |||
|---|---|---|---|---|---|
| Lower Engineering Limit | Target | Upper Engineering Limit | |||
| Rock Excavate | Maximum Rock Size | - | - | 1 meter | |
| Earth Excavate (M1.02.0 Modified) | Soil Classification (AASHTO M1145) | A-1, A-2-4, or A-3 + Up to 50% Boulders/Rock < 600 mm | |||
| Grain Size Analysis (AASHTO T311) | + 6.3 mm Sieve | Per AASHTO M145 | Per SC | Per AASHTO M145 | |
| - 6.3 mm Sieve | |||||
| Liquid Limit (AASHTO T89) | - | - | Per AASHTO M145 | ||
| Plasticity Index (AASHTO T90) | - | - | Per AASHTO M145 | ||
| Maximum Dry Density (Wdm) (AASHTO T180, Method D) | SC - 5 kg/m3 | Per SC | SC + 5 kg/m3 | ||
| Optimum Moisture Content (Wmo) (AASHTO T180, Method D) | SC - 2% | Per SC | SC + 2% | ||
| Maximum Rock/Boulder Size | - | - | 600 mm | ||
| Maximum Lift Thickness | - | - | 600 mm | ||
| In-Place Density (AASHTO T310, Method B) | 95% Wdm | 100% Wdm | - | ||
| In-Place Moisture Content (AASHTO T310, Method B) | Wmo - 2% | (Wmo) | Wmo + 2% | ||
| Soil Classification (AASHTO M1145) | A-1, A-2-4, or A-3 + Up to 50% Boulders/Rock < 600 mm | ||||
| Grain Size Analysis (AASHTO T311) | + 6.3 mm Sieve | Per AASHTO M145 | Per SC | Per AASHTO M145 | |
| - 6.3 mm Sieve | |||||
| Ordinary Borrow (M1.010) | Grain Size Analysis (AASHTO T311) | + 6.3 mm Sieve | Per AASHTO M145 | Per SC | Per AASHTO M145 |
| - 6.3 mm Sieve | |||||
| Liquid Limit (AASHTO T89) | - | - | Per AASHTO M145 | ||
| Plasticity Index (AASHTO T90) | - | - | Per AASHTO M145 | ||
| Maximum Dry Density (Wdm) (AASHTO T99, Method C) | SC - 5 kg/m3 | Per SC | SC + 5 kg/m3 | ||
| Optimum Moisture Content (Wmo) (AASHTO T99, Method C) | SC - 2% | Per SC | SC + 2% | ||
| Maximum Rock/Boulder Size | - | - | 300 mm | ||
| Maximum Lift Thickness | - | - | 300 mm | ||
| In-Place Density (AASHTO T310, Method B) | 95% Wdm | 100% Wdm | - | ||
| In-Place Moisture Content (AASHTO T310, Method B) | Wmo - 2% | (Wmo) | Wmo + 2% | ||
| Special Borrow (M1.02.0) | Soil Classification (AASHTO M145) | A-3 or Portion of A-2 and A-1 per M1.02.0 | |||
| Gradation (AASHTO T11) (AASHTO T27) | 150 mm Sieve | - | Per SC | 100 | |
| 50 mm Sieve | 90 | Per SC | 100 | ||
| 4.75 µm Sieve | 20 | Per SC | 65 | ||
| 75 µm Sieve | 0 | Per SC | 12 | ||
| Plasticity Limit (AASHTO T90) | - | - | 6% | ||
| Maximum Percentage of Wear (LA Abrasion) AASHTO T96) | - | - | 50% | ||
| Maximum Dry Density (Wdm) (AASHTO T180, Method D) | SC - 5 kg/m3 | Per SC | SC + 5 kg/m3 | ||
| Optimum Moisture Content (Wmo) (AASHTO T180, Method D) | SC - 2% | Per SC | SC + 2% | ||
| Maximum Lift Thickness | - | - | 200 mm | ||
| In-Place Moisture Content (AASHTO T310, Method B) | 95% Wdm | 100% Wdm | - | ||
| In-Place Moisture Content Wmo - 2% | Wmo - 2% | (Wmo) | Wmo + 2% | ||
| Gravel Borrow (M1.03.0) | Soil Classification (AASHTO M145) | Hard, durable stone and sand per M1.03.0 | |||
| Gradation (AASHTO T11) (AASHTO T27) | 12.5 mm Sieve | 50 | Per SC | 85 | |
| 4.75 mm Sieve | 40 | Per SC | 75 | ||
| 300 µm Sieve | 8 | Per SC | 28 | ||
| 75 µm Sieve | 0 | Per SC | 10 | ||
| Plasticity Index (AASHTO T90) | N.P. | N.P. | N.P. | ||
| Maximum Dry Density (Wdm) (AASHTO T180, Method D) | SC - 5 kg/m3 | Per SC | SC + 5 kg/m3 | ||
| Optimum Moisture Content (Wdm) (AASHTO T180, Method D) | SC - 2% | Per SC | SC + 2% | ||
| Maximum Lift Thickness | - | - | 300 mm | ||
| In-Place Density (AASHTO T310, Method B) | 95% Wdm | 100% Wdm | - | ||
| In-Place Moisture Content (AASHTO T310, Method B) | Wmo - 2% | (Wmo) | Wmo + 2% | ||
8.6.3 - Embankment Material Under Bridge Foundations
| Material Type(s) | Quality Characteristic | Targets and Engineering Limits | |||
|---|---|---|---|---|---|
| Lower Engineering Limit | Target | Upper Engineering Limit | |||
| Gravel Borrow (M1.03.0) | Soil Classification (AASHTO M145) | Hard, durable stone and sand per M1.03.0 | |||
| Gradation (AASHTO T11) (AASHTO T27) | 12.5 mm Sieve | 50 | Per SC | 85 | |
| 4.75 mm Sieve | 40 | Per SC | 75 | ||
| 300 µm Sieve | 8 | Per SC | 28 | ||
| 75 µm Sieve | 0 | Per SC | 10 | ||
| Plasticity Index (AASHTO T90) | N.P. | N.P. | N.P. | ||
| Maximum Dry Density (Wdm) (AASHTO T180, Method D) | SC - 5 kg/m3 | Per SC | SC + 5 kg/m3 | ||
| Maximum Stone Size | - | - | 75 mm | ||
| Maximum Lift Thickness | - | - | 300 mm | ||
| In-Place Density (AASHTO T310, Method B) | 95% Wdm | 100% Wdm | - | ||
| In-Place Moisture Content (AASHTO T310, Method B) | Wmo - 2% | (Wmo) | Wmo + 2% | ||
| Crushed Stone (M2.01.0) | Rock Classification | Durable, crushed natural rock per M2.01.0 | |||
| Flat and Elongated Particles (4:1) (ASTM D4791) | - | - | 15% | ||
| Gradation (AASHTO T11) (AASHTO T27) | Per Nominal Maximum Stone Size: 63 mm Sieve Through 1.18 mm Sieve | Per M2.01.0 Table 1 | Per SC | Per M2.01.0 Table 1 | |
| Maximum Percentage of Wear (LA Abrasion) (AASHTO T96) | - | - | 45% | ||
| Maximum Lift Thickness | - | - | 300 mm | ||
8.6.4 - Backfill Material for Structures
| Material Type(s) | Quality Characteristic | Targets and Engineering Limits | |||
|---|---|---|---|---|---|
| Lower Engineering Limit | Target | Upper Engineering Limit | |||
| Gravel Borrow (M1.03.0) | Soil Classification (AASHTO M145) | Hard, durable stone and sand per M1.03.0 | |||
| Gradation (AASHTO T11) (AASHTO T27) | 12.5 mm Sieve | 50 | Per SC | 85 | |
| 4.75 mm Sieve | 40 | Per SC | 75 | ||
| 300 µm Sieve | 8 | Per SC | 28 | ||
| 75 µm Sieve | 0 | Per SC | 10 | ||
| Plasticity Index (AASHTO T90) | N.P. | N.P. | N.P. | ||
| Maximum Dry Density (Wdm) (AASHTO T180, Method D) | SC - 5 kg/m3 | Per SC | SC + 5 kg/m3 | ||
| Optimum Moisture Content (Wmo) (AASHTO T180, Method D) | SC - 2% | Per SC | SC + 2% | ||
| Maximum Stone Size | - | - | 75 mm | ||
| Maximum Lift Thickness | - | - | 150 mm | ||
| In-Place Density (AASHTO T310, Method B) | 95% Wdm | 100% Wdm | - | ||
| In-Place Moisture Content (AASHTO T310, Method B) | Wmo - 2% | (Wmo) | Wmo + 2% | ||
8.6.5 - Backfill Material for Pipes
| Material Type(s) | Quality Characteristic | Targets and Engineering Limits | |||
|---|---|---|---|---|---|
| Lower Engineering Limit | Target | Upper Engineering Limit | |||
| Ordinary Borrow (M1.01.0) | Soil Classification (AASHTO M145) | A-1, A-2-4, or A-3 | |||
| Grain Size Analysis (AASHTO T311) | + 6.3 mm Sieve | Per AASHTO M145 | Per SC | Per AASHTO M145 | |
| - 6.3 mm Sieve | Per SC | ||||
| Liquid Limit (AASHTO T89) | - | - | Per AASHTO M145 | ||
| Plasticity Index (AASHTO T90) | - | - | Per AASHTO M145 | ||
| Maximum Dry Density (Wdm) (AASHTO T99, Method C) | SC - 5 kg/m3 | Per SC | SC + 5 kg/m3 | ||
| Optimum Moisture Content (Wmo) (AASHTO T99, Method C) | SC - 2% | Per SC | SC + 2% | ||
| Maximum Rock/Boulder Size | - | - | 300 mm | ||
| Maximum Lift Thickness | - | - | 300 mm | ||
| In-Place Density (AASHTO T310, Method B) | 95% Wdm | 100% Wdm | - | ||
| In-Place Moisture Content (AASHTO T310, Method B) | Wmo - 2% | (Wmo) | Wmo + 2% | ||
| Gravel Borrow (M1.03.0) | Soil Classification (AASHTO M145) | Hard, durable stone and sand per M1.03.0 | |||
| Gradation (AASHTO T11) (AASHTO T27) | 12.5 mm Sieve | 50 | Per SC | 85 | |
| 4.75 mm Sieve | 40 | Per SC | 75 | ||
| 300 µm Sieve | 8 | Per SC | 28 | ||
| 75 µm Sieve | 0 | Per SC | 10 | ||
| Plasticity Index (AASHTO T90) | N.P. | N.P. | N.P. | ||
| Maximum Dry Density (Wdm) (AASHTO T180, Method D) | SC - 5 kg/m3 | Per SC | SC + 5 kg/m3 | ||
| Optimum Moisture Content (Wmo) (AASHTO T180, Method D) | SC - 2% | Per SC | SC + 2% | ||
| Maximum Stone Size | - | - | 75 mm | ||
| Maximum Lift Thickness | - | - | 150 mm | ||
| In-Place Density (AASHTO T310, Method B) | 95% Wdm | 100% Wdm | - | ||
| In-Place Moisture Content (AASHTO T310, Method B) | Wmo - 2% | (Wmo) | Wmo + 2% | ||
8.7 - Application of Quality Level Analysis in the Acceptance Determination
In addition to evaluation for conformance with the Engineering Limits identified above, the QC and Acceptance test results for each Lot of Earthwork material will be continuously evaluated using Quality Level Analysis (QLA) for the following Quality Characteristics:
- In-Place Density
- In-Place Moisture Content
The QLA for each Lot must indicate a Percent Within Limits (PWL) of 85% or higher, based upon the Targets and Specification Limits indicated in the Table below, in order for the Work to be accepted by Transportation Agency.
| Quality Characteristic | Target | Specifiation Limits | |
|---|---|---|---|
| LSL | USL | ||
| In-Place Density | 100% of Wdm | 95% of Wdm | None |
| In-Place Moisture | Optimum (Wmo) | Wmo - 1% | Wmo + 1% |
9.0 - Other Relevant Contractor QC Plans
All Subcontractor and Producer QC activities for Earthwork are addressed within this QC Plan. There are no separate Subcontractor or Producer QC Plans included as Appendices at this time.
In the event that separate Subcontractor or Producer QC Plans are submitted for Earthwork activity, this ABC Contractors Quality Control Plan for Section 1 - Earthwork will be amended to include such Plans and resubmitted for Transportation Agency approval.
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